CN201835578U - Improved reinforced concrete annular rod for combating disasters - Google Patents
Improved reinforced concrete annular rod for combating disasters Download PDFInfo
- Publication number
- CN201835578U CN201835578U CN2010205000626U CN201020500062U CN201835578U CN 201835578 U CN201835578 U CN 201835578U CN 2010205000626 U CN2010205000626 U CN 2010205000626U CN 201020500062 U CN201020500062 U CN 201020500062U CN 201835578 U CN201835578 U CN 201835578U
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- annular rod
- section
- bar
- reinforcing bar
- reinforced concrete
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Abstract
The utility model discloses an improved concrete annular rod for combating disasters. Longitudinal stressed reinforcing steel bars are additionally arranged at the lower part of the annular rod. The utility model has the advantages as follows: by additionally arranging the longitudinal stressed reinforcing steel bar, the number of reinforcing bars of the whole annular rod can be reduced, the disaster changing capability of the annular rod can be improved and the popularity and the application of the annular rod can be facilitated.
Description
Technical field
The utility model relates to the reinforced concrete annular rod that a kind of transmission of electricity and communication line are used, particularly a kind of improved disaster-resistant reinforced concrete annular rod.
Background technology
In recent years, natural calamity is increasing, and particularly coastal area typhoon and landlocked mountain area ice and snow disaster are more frequent, and transmission of electricity takes place frequently with the bar of communication line reinforced concrete annular rod, disconnected bar phenomenon, causes serious economy loss and social influence.Trace it to its cause, mainly be China's transmission of electricity reinforced concrete annular rod design or foundation old standard a large amount of with communication line, it is reasonable inadequately to construct, its structure is, be made of concrete and reinforcing bar, consider operating mode and manufacturing cost problem, normally the cross section diminishes old bar type gradually along with the increase of height, but reinforcing bar is to adopt the pass-through type configuration in whole bar, that is to say that the reinforcing bar at whole bar different cross section place is the same.The bar type of this structure, because it is inhomogeneous that each section of bar is subjected to moment of flexure, the bar section that is positioned at the bottom is stressed big, and superposed bar section is stressed less, the arrangement of reinforcement of design bar is in order to guarantee that (horizontal maximum load operating mode is the control operating mode of design annular rod, carries out corresponding sectional reinforcement according to the maximal bending moment of its generation bottom of bar (usually) in the bar bottom.) have enough bendings resistance, be with the bar bottom serve as the configuration foundation, this has just caused the bar section supporting capacity affluence on top, cause the waste of upper bar section arrangement of reinforcement, increased manufacturing cost, though present old bar type has also adopted the method for variable cross-section to reduce the supporting capacity affluence on bar top, but because reinforcing bar is a wildcard, just bar top is the same with the reinforcing bar of bottom, this just makes the supporting capacity affluence on bar top still can't be settled properly, make manufacturing cost still high, make that also the relative top of bearing capacity affluence degree of bar bottom is less than normal simultaneously, cause the anti-disaster ability of old bar type quite weak.
The utility model content
The purpose of this utility model is to overcome the deficiencies in the prior art part, and a kind of improved disaster-resistant reinforced concrete annular rod that can significantly improve opposing disaster overload capacity, can reduce production costs, help applying is provided.
A kind of improved disaster-resistant reinforced concrete annular rod, its structural feature is: have additional the longitudinal stress reinforcing bar in the annular rod bottom.
Set up in the bottom of annular rod and to put reinforcing bar, like this when the reinforcing steel bar bear of the whole annular rod of design, just top and bottom can be considered respectively, under the stressing conditions that satisfies annular rod top, set logical muscle (described logical muscle refers to the reinforcing bar that connects whole annular rod), remedy the stressed deficiency in bottom and add the bending resistance that longitudinal reinforcement improves the bottom in the bottom, so concrete annular rod of this structure, can reduce production costs, avoid the wasting of resources, can significantly improve simultaneously the ability of the opposing disaster of annular rod again, help applying of this concrete annular rod.
The reinforcing bar of setting up in the bottom of improved disaster-resistant reinforced concrete annular rod is the strip reinforcing bar that extends along the longitudinally of annular rod.
The strip reinforcing bar of setting up being arranged as with logical muscle is staggered in annular rod is spaced.
The annular rod lower length of setting up reinforcing bar is a benchmark with the stressed section of the least favorable of annular rod, in the cross section up and down in the certain limit and consider that anchorage length of steel bar adds the longitudinal stress reinforcing bar of certain-length.
Definite step in described least favorable cross section is as follows:
Determining of 1 annular bar position of fixity is relevant to its restraint condition with ground, and position of fixity is generally the maximal bending moment place.
2 the most ineffective sections are cross section outward flange stress σ maximum, σ=M/W,
Here the moment of flexure of M=∑ F*L section
W=π d
1 3(1-(d
2/ d
1)
4Cross section)/32 composite bending modulus
d
1The cross section external diameter
d
2The cross section internal diameter,
d
2, d
1Along with height change.
Therefore σ=M/W exists a maximum value, by numerical analysis, can obtain the least favorable section.
Locate to be benchmark with least favorable cross section (cross section of outward flange normal stress maximum), upwards strengthening length is h
1h
1The following principle of definite foundation of length:
Suppose that common section (common section for not adding that section annular rod of strip reinforcing bar) area of reinforcement is n (0.5＜n＜1) with the ratio that strengthens section (referring to that section annular rod that adds the strip reinforcing bar) area of reinforcement, adjustment by the n value, as: n=0.6,0.7,0.8..., all can obtain the h of a minimum
1 nValue, and satisfy the interface place can resist this cross section near the reinforcing bar of common cross-sectional configurations actual moment of flexure.Then to these feasible h
1 nCompare, get the h of steel using amount minimum
1 n, be and strengthen length h
1
Downward reinforcement length is h
2, consider that maximal bending moment and least favorable cross-sectional distance are more or less the same, can be enhanced to the bottom of bar or near the bottom.
In sum, the following compared to existing technology advantage of the utility model:
The utility model is determined required length of setting up the reinforcing bar position according to the excursion (near the certain limit maximal bending moment) in the stressed cross section of ring-like whole bar least favorable and the anchoring structure requirement of reinforcing bar.Utilize annular rod top to design the reinforcing bar of the elongated configuration of full bar then,, cause reducing than the quantity of reinforcement of old type bar because force rate bar bottom is little in annular rod top maximum as foundation design load value.The enhancing steel bar stress is then arranged in last annular rod bottom on the basis of upper reinforcement, and satisfies cross-sectional strength and can resist maximal bending moment, and than old bar type the rich degree of higher safety is arranged.The utility model is set up steel bar stress in the annular rod bottom, thereby can reduce the arrangement of reinforcement quantity of whole annular rod, improves the calamity ability that changes of annular rod, helps applying of this annular rod.
Description of drawings
Fig. 1 is the structural representation of reinforced concrete annular rod of the present utility model
Fig. 2 is the A-A sectional view of Fig. 1
Fig. 3 is the B-B sectional view of Fig. 1
Fig. 4 schematic diagram calculation
Label declaration 1 reinforcing bar 11 logical muscle 12 strip reinforcing bars
The specific embodiment
Below in conjunction with embodiment the utility model is described in more detail.
Embodiment 1
A kind of improved disaster-resistant reinforced concrete annular rod as Figure 1-3, the reinforcing bar of setting up in the annular rod bottom 1 is for arranging its longitudinally along annular rod that makes of strip reinforcing bar 12, and strip reinforcing bar of setting up and the 11 interleaved arrangements of logical muscle, need set up the length of reinforcing bar in the annular rod bottom and determine the least favorable section of annular rod to adopt force analysis, be standard then, determine required reinforcing bar length of setting up with the least favorable section.Be required definite process of setting up reinforcing bar length below: (as Fig. 4)
First-selected definite least favorable cross section:
Determining of 1 position of fixity is relevant to its restraint condition with ground, and the following bottom line of the annular bar among position of fixity-Fig. 4 is a position of fixity, also is generally the maximal bending moment place.
2 least favorable sections are cross section outward flange stress σ maximum, σ=M/W,
Here the moment of flexure of M=∑ F*L section
W=π d
1 3(1-(d
2/ d
1)
4Cross section)/32 composite bending modulus
d
1The cross section external diameter
d
2The cross section internal diameter,
d
2, d
1Along with height change.
Therefore cross section outward flange normal stress σ=M/W exists a maximum value, by numerical analysis, can obtain least favorable cross section (the heavy black line bar place among Fig. 4).
3 is standard shaft with the least favorable section, and upwards strengthening length is h
1h
1The following principle of definite foundation of length:
Suppose that the common section area of reinforcement and the ratio that strengthens the section area of reinforcement are n (0.5＜n＜1) (dotted line among Fig. 4 is for strengthening the interface in section cross section and common section cross section), by the adjustment of n value, as n=0.6,0.7,0.8... all can obtain the h of a minimum
1 nValue, and satisfy the interface place can resist this cross section near the reinforcing bar of common cross-sectional configurations actual moment of flexure.Then to these feasible h
1 nCompare, get the h of steel using amount minimum
1 n, be and strengthen length h1.Downward reinforcement length is h
2, consider that maximal bending moment and least favorable cross-sectional distance are more or less the same, can be enhanced to the bottom of bar or near the bottom.
It is same as the prior art that present embodiment is not stated part.
Claims (4)
1. an improved disaster-resistant reinforced concrete annular rod is characterized in that: have additional the longitudinal stress reinforcing bar in the annular rod bottom.
2. improved disaster-resistant reinforced concrete annular rod according to claim 1 is characterized in that: the reinforcing bar of setting up in the bottom of improved disaster-resistant reinforced concrete annular rod (1) is the strip reinforcing bar (12) that extends along the longitudinally of annular rod.
3. improved disaster-resistant reinforced concrete annular rod according to claim 2 is characterized in that: strip reinforcing bar being arranged as with logical muscle (11) is staggered in annular rod of extending along the longitudinally of annular rod is spaced.
4. improved disaster-resistant reinforced concrete annular rod according to claim 3 is characterized in that: the annular rod lower length of setting up reinforcing bar is a benchmark with the stressed section of the least favorable of annular rod, the h up and down in the cross section
1, h
2Scope is interior and consider that anchorage length of steel bar adds h
1, h
2The longitudinal stress reinforcing bar of length.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010205000626U CN201835578U (en) | 2010-08-20 | 2010-08-20 | Improved reinforced concrete annular rod for combating disasters |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010205000626U CN201835578U (en) | 2010-08-20 | 2010-08-20 | Improved reinforced concrete annular rod for combating disasters |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201835578U true CN201835578U (en) | 2011-05-18 |
Family
ID=44005685
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010205000626U Expired - Fee Related CN201835578U (en) | 2010-08-20 | 2010-08-20 | Improved reinforced concrete annular rod for combating disasters |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201835578U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101929265A (en) * | 2010-08-20 | 2010-12-29 | 福建永福铁塔技术开发有限公司 | Improved disaster-resistant reinforced concrete annular rod |
-
2010
- 2010-08-20 CN CN2010205000626U patent/CN201835578U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101929265A (en) * | 2010-08-20 | 2010-12-29 | 福建永福铁塔技术开发有限公司 | Improved disaster-resistant reinforced concrete annular rod |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 350016 Fujian city of Fuzhou Province town Langqi Mawei District of Jiulong Mountain hotel room 103 Patentee after: Fujian Yongfu Iron Tower Technology Development Co., Ltd. Patentee after: FUJIAN YONGFU POWER ENGINEERING CO., LTD. Patentee after: Chen Qiang Patentee after: Wang Lei Address before: 350016 Fujian city of Fuzhou Province town Langqi Mawei District of Jiulong Mountain hotel room 103 Patentee before: Fujian Yongfu Iron Tower Technology Development Co., Ltd. Patentee before: Fujian Yong Fu Project Consultant Co., Ltd. Patentee before: Chen Qiang Patentee before: Wang Lei |
|
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20110518 Termination date: 20190820 |